1.

1 Definition, Classification, Machinery and Materials

1.1.1 The following definitions of earthworks and materials shall apply to this and other
relevant clauses in this Specification?-

a. 'Earthworks in excavation' as described in the Contract documents shall be

taken to mean the removal, haulage, transportation and proper utilization or
satisfactory disposal of all excavated materials from the Site.

b. 'Formation Level' means the specified top surface of the subgrade.

c. 'Subgrade' means the parts of the existing ground or fill immediately below rail-
subballast, mat slab, blinding, pile caps, ground beams, floor, raft slab in

pits and the like.

d. 'Top Soil shall mean the top layer of soil that contains or supports vegetation. It
shall include all grass and turf materials that are unsuitable for incorporation in
the works other than landscaping and turfing.

e. 'Suitable material' for subgrade criteria shall comprise all materials that meet
the specific requirements, physically and chemically, for incorporation in the
works as indicated in the Contract other than the unsuitable materials The
selection of suitable material shall comply to design requirement as specified in
the subgrade reference drawings and as stated in Clause 1.1.2 in this.

f. 'Unsuitable material' shall mean:

i. Materials from swamp, marshes, bogs, dumps roots, grass and

other vegetable matter

ii. Peat, logs, stumps, perishable materials toxic material, slurry or

mud

iii. Materials susceptible to spontaneous combustion such as

organic clay and organic silt

iv. Clay of liquid limit exceeding 80% and/or plasticity index

exceeding 55%
 v. Which has a loss of weight greater than 2.5% on ignition

vi. Which has a volumetric change greater than 3% in soaked CBR

vii. test for top 300mm of subgrade

g. Materials that are soft or unstable merely because they are too wet or too dry for
effective compaction are not to be classified as unsuitable unless these materials are
conforming to item 1.1.2 and 1.8.1.

h. Hard material shall mean the following:

i. Hard material defined as lateritic conglomerate, gravel,disintegrated or decomposed

masses, geologically semi-formed or weathered 'rock' such as very dense cemented
sand and other hard composite soil material.

ii. This shall mean any hard material which can be excavated using an excavator with
minimum weight of 44 tonnes and net horsepower rating of 321 brake horsepower
with production rate not exceeding 50m³ / hour. The excavator unit is to be in
good condition and operated by experienced personnel

iii. Hard material shall exclude individual masses less than 0.5m³

iv. Trial excavation shall be carried out using the above equipment

v. to determine hard material. The trial excavation shall be carried out on a flat platform
in order to develop the rated horsepower at maximum efficiency.

1. 'Rock' shall mean the following:

i. Any material that 'can only be loosened or excavated by blasting, wedging or drilling
using pneumatics tools and cannot be removed by the teeth of a mechanical
excavator or cannot be broken with a pickaxe is defined as rock.

ii. Rock shall mean material found in ledges or masses which can be excavated using
the following equipment with production rate not exceeding 20m³/hour:

 Track-type tractor (dozer)

Equipment with minimum weight of 20 tonnes and net horsepower rating of 200
brake horsepower or more.The tractor unit is to be in good conditions and
operatedby experienced personnel skilled in the operation ofripping equipment.
  Ripping unit

The ripper to be attached to the above mentionedtractor shall have a

minimumpenetration force of120kN. The ripper shall have a single shank in
goodworking condition with sharpened cutting point

J. Rock material normally have to be loosened either by the use of blasting or approved
pneumatic tools. Rock boulders found in general excavation shallconstitute as rock if
such boulders are of size exceeding one cubic meter.

k. Trial excavation shall be carried out using the above equipment to determine rock

L .Shale and clay boulders will not be considered as rock. The Engineer'sdecision as to
whether or not the materials of the excavation is classified asrock shall be final.

1.1.2 For the purpose of determining the compaction plant, layer thickness and
number of passes using Table 1.5, suitable materials for subgrade as defined in
Clause 1.1.1 (e) are grouped as follows:-

a. Top-layer of Subgrade bed (Sub-Ballast) shall be graded crushed stone,

(according to TB10b01-2016, Code for Design of Railway Earth
Structures)conforming to the grading limits given in Table 1.1.

Table 1.1-Grading Limits for Top Layer of Subgrade Bed (Sub-Ballast)

b. The bottom-layer of subgrade bed on the first part as Sand Blanket shall consist
of hard, clean sand conforming to the grading limits given in Table1.2. The
material passing the 300 um as specified in JKR, sieve shall be non-plastic when
tested in accordance with B.S. 1377as follows;
 Table 1.2-Grading Limits for Sand Blanket/Filter Material

c. The bottom-layer of subgrade bed on the second part as bedding shall consists
of a well graded gravel, crushed rock or medium or coarse sand,having uniformity
coefficient of Cu 2 5, and curvature coefficient 3 > Cc≥ 1conforming to the
grading limits given in Table 1.3. The minimum size of coarse particles shall be d
≥ 0.25mm. The fine particles (d < 0.075mm) in the filler shall be less than 10%,
and the maximum particle size of filler shall not exceed 100mm.

Table 1.3-Grading Limits for Bottom Layer of Subgrade

d. Embankment subgrade materials lies below the bottom layer of

subgrade shall consists of LL<80 and Pl<35 with California Bearing Ratio
(CBR) not less than 5% under 4 days soaked. The maximum particle size
shall not exceed 300mm

.
1.1.3 Fill materials to be incorporated within 500 mm of concrete structures or cement
bound materials shall have a soluble sulphate content not exceeding 2.5 gm per liter when
tested in accordance with B.S.1377: Part 3: 1990 clause

5.0. Special waiver of this requirement may be given if special precautions are
being taken to protect the concrete or cement bound materials.

1.1.4 Surplus suitable material, topsoil and unsuitable materials within the railway
reserve to be removed from site shall be leveled, compacted and turfed to the satisfaction
of respective local authorities. Proper drainage shall be provided.The removed material
shall not destabilize the embankment or cut slope.

1.1.5 Where excavations reveal a combination of suitable and unsuitable materials,

due diligence shall be taken to separate the two materials during the process of
excavation and handling so as not to contaminate the suitable material.

1.1.6 Turf and topsoil that is unsuitable for use during the construction of the
embankment and subgrade shall be removed and stockpiled for re-use duringlandscaping
and turfing operations.

1.1.7 Relevant standards of testing such as BS to assess the physical and chemical
properties of the soil, sand, and rock before these materials are incorporated in the works.
All of the adopted testing procedures shall specifically assess the requirements and
properties indicated in the Drawings and Specification.

1.18 For geotextile fabrics, geotextile reinforcement, geogrids and geomats, the
relevant method of installation and product brochures as stated in Technical
Specification-Section 23 are to be submitted for approval.

1.2 Setting Out

1.2.1 A competent surveyor shall be engaged to perform all necessary survey work
and setting out works under this contract. All other intermediate survey works shall be
carried out by a competent surveyor. All setting out works shall be carried out after site clearing and
stripping of topsoil has been completed.

1.2.2 Pegging of Centreline Chainage and Reserves.

a. After site clearing and stripping of topsoil, a survey' of the existing ground
level shall be completed by the competent surveyor prior to of works. Chainage
pegs shall be installed and commencement
 established at 20-meter Intervals, 2 meters outside the Limit of Earthworks.

b. All reserves and boundary corners shall be pegged out by the competent
surveyor. Additional reference points or benchmarks, which will not be affected
shall installed and established a by the Construction Team to confirm existing
ground levels within the boundaries of the Site.

1.2.3 All boundaries (where they relate to this Contract, and agree with the Survey
Department of Malaysia) shall be checked and confirmed.Permanent boundary markers
shall be formed and left at each site boundary corner.

1.2.4 On completion of the survey works, the specified and/or required copies of the as-
built drawings that show all levels, dimensions, angles, etc. of the finished platform
including slopes and embankments shall be submitted.

1.3 Excavation

1.3.1 All Excavation works shall be carried out in accordance with this Specification and
to the prescribed lines, grades and levels as shown on the Drawings. Excavation works
shall be deemed to include the following:

a. Excavation of all materials shall be indicated on the Drawings. This shall

Include the excavation of frontage roads, overpass foundations,bridges/viaducts
and such features.

b. Excavation depth or removal depth of unsuitable material' shall be indicated in

the drawing and to be transported and disposed-off by Contractor in an approved
manner. Volds created due to removal of unsuitable material shall be back filled
with suitable material compacted to a dry density not less than the surrounding
material or that specified for the respective part of the earthworks.

c. Stripping of topsoil including stockpiling for re-use in other works.

d.The removal and disposal of material that is unsuitable for use in the
proposed works.

e.The removal of material from landslides and other ground failures.

f .The removal of unsuitable material from below the formation level or below the
natural ground surface in embankments as inded on theDrawings

g.The extraction and removal of wooden, concrete and steel retainingstructures

abutting or supporting the existing embankment and cutslopes

h. The excavation of all materials associated with the installation andconstruction

of ground treatment and soll improvement works.
1.3.2 Classification of Excavation

Excavation shall be classified as either common excavation or rock excavation subject to

the following:

a) Common excavation shall mean excavation in any materials other than rock
materials as described in Clause 1.1.1 of this specification.

b) Rock excavation shall mean excavation which cannot be undertaken without the
use of either pneumatic tools or explosives or as described in Clause 1.1.1 of this
specification

c) Material, which can be loosened by a tractor-mounted ripper, shall not be

classified as rock

1.3.3 Borrow Pits

a.

a. Proper source of all fill materials together with the required quantity and quality
of the fill materials shall be provided. The borrow pits shall bekept free from
ponding water and the excavation shall be neat and tidy.All necessary erosion
protection measures shall be carried out throughout and after the Contract
period.

b. Prior to the use of any borrow area, representative samples shall be obtained
from borrow pits and carry out physical and chemical tests to confirm the
suitability of the material for incorporation in the works. Suitable materials shall
mean those materials other than the unsuitable materials defined in section 1.1.1
of the specification

1.3.4 Excavation of Cutting

a. The haulage of material from cuttings or borrow pits to embankments or other

areas of 1 shall only be undertaken where sufficient spreading and compaction
plant are operating at the place of deposition to ensure compliance with the
compaction requirements.

b. All cut slopes shall be cleared of all loose rock fragments. Where rock and soft
soil are present in alternate layers, the soft material shall be excavated or
removed to an agreed depth and make up the resulting void or space with
concrete or with masonry rip-rap.

c. The bottom level of the cutting shall be maintained at least 300 mm above
formation level if there is no intention to lay the sub-ballast stone immediately.
Any damage to the sub grade due to moving plants shall be made good by
 removing and disposing the damaged material and replacing with material
having the same characteristics as the original material. After trimming the 300
mm excess material above the final formation level, no movement of plant shall
be permitted other than that allowed for the construction of the various track and
pavement courses.

1.3.5 Excavation and Filling Below Standing Water

a. A method statement shall be submitted for excavation below water .Excavation

below standing water shall be closely supervised.Where such backfill has to be
deposited below standing water, the approved granular material shall be of a
maximum size not exceeding 14mm and complying with Table 1.4 or as
indicated the drawings. Such material may be deposited without the associated
use of compaction plant.

Table 1.4- Grading Limits for Granular Material Below Standing Water

b. In the event where soft material removal is specifically shown on the drawings
as not required, approved rock fill material graded from 400 mm to 150 mm and
having 150 mm size particles <10% shall be placed directly on the naturally
occurring weak material. The rock fill material shall be deposited in accordance
with Clause 1.5.4 and compacted to comply with Clause 1.6.5 for the
compaction of rock, and it should be followed the in-situ test.
Table 1.5:Type Of Compaction Plants
 Unsuitable for self-propelled rollers
D-Maximum depth of compacted layer (mm)
N-Minimum number of passes

1.3.6 Excavation of Foundation Pits and Trenches

a. Excavation of foundation pits and trenches shall be completed to the line and
levels shown in the Drawings. Excavation in rock and hard materials to achieve
the final level shall be carried out in a cautious manner using appropriate tools
and plant so as to avoid damage or collapse of other section of the works.
Pockets of soft soil or legs rock at the bottom of foundation pits and trenches
shall be removed.

b. All water shall be pumped out of all foundation pits and trenches and the sides of
the excavations shall at all times be adequately supported to prevent collapse.

c. No trimming of excavation side faces shall be carried out within 24 hours of the
placement of blinding concrete
 d. All over excavation on the sides or below the prescribed bottom of foundation or
greater than the net volume required for the works shall be made good with
suitable material or Grade 15 concrete.

1.3.7 Back filling and Removal of Supports

All back fill materials stall consist of material suitable for the works and shall be
deposited and compacted using appropriate construction plant .Timber sheeting and other
excavation supports shall be removed as the filling proceeds unless otherwise approved.
The stability of the works shall be ensured after the removal of such supports

1.4 Explosives and Blasting

1.4.1 Suitable facilities for the storage of all explosives shall be provided and
maintained. Such storage shall be undertakes so as to fully comply with Explosive Act
1957 (Revised 1978) and the mandatory requirements of the Police .All after regulations
pertaining to the purchase, possession, safety and
storage of explosives shall be strictly complied with.

1.4.2 Access to the explosives storage area shall be strictly controlled and guarded and
only authorized personnel shall be allowed within these premises

1.4.3 Fall and proper recants shall be kept as to the purchase, use and issue of all
explosies such that the location or use of every item of explosives can be readily traced at
all times. The handing of explosives shall be entrusted to experience and authorized
personnel

1.4.4 Explosives shall be used in quantities and a manner recommended by the

manufacturer. A register shall be maintained showing the locations where the explosives
have been used and the amount used at each location.

1.4.5 Where permission has been granted for the use of explosives for the execution
of the work, the Contractor shall be solely responsible for obtaining the necessary
licenses for the procurement, possession, transport, storage and handling of explosives
and for ensuring the validity of such licenses at all times Before starting work, the
Contractor shall satisfy all the required permits are in order and that this category of work
is adequately covered in the policies of Insurance.

1.4.6 All drilling and blasting works shall be done in such a manner so as to bring the
excavation as close as possible to the final grade and the slope lines

1.4.7 Safety Measures

a. Extreme care shall be taken during all stages of the blasting operations to avoid
injury to persons or damage to property. When blasting to be carried out, the danger
zone likely to be created shall be determined and ensure that no damage or injury to
persons or property occurs on or off the site by using heavy testing nets to prevent
material from being projected

b. Where blasting is proposed Where blasting is proposed adjacent to an existing or

'under construction structure or building, to conduct preliminary site trials that the
safe values
of vibration amplitude and particle velocity will not exceed the requirements of
the relevant authorities

c. detailed method statement shall be submitted on the vibration monitoring including

instruments proposed, the method of monitoring frequency of monitoring, etc Vibre
graph readings shall be recorded throughout the period of blasting. Unless otherwise
agreed the following values shall be ensured

i. The vibration amplitude shall not exceed 0.1 mm and

ii. The particle velocity at the site boundary or at an existing or

underconstriction' structure or building shall not exceed

 50 mm/sec, where blasting is confined to single event

 25 mm/sec where blasting is frequently repeated

d. The requirements of B.S. 4992 shall be complied in respect of the use of

electrical detonators in the vicinity of static and mobile radio transmitters,radio
and television broadcasting stations and radar units associated with aircraft
movements.

e. If the movement of people and/or vehicles has to be interrupted for blasting

operations, approval for such interruptions shall be obtained from the
appropriate authorities. All due precautions shall be taken to keep unauthorized
persons away from the area in which blasting operations are being undertaken or
where the influence of the blasting is likely to be felt.

f. An approved system of warning of an impending blast shall be provided and

maintained.

g. Special care shall be taken or control blasting shall be introduced in wet ground
to ensure that individual explosions are reduced to such size so as to preclude
 damage to property such as buildings, structures, etc. within the vicinity of the
work.

1.4.8 All necessary precautions shall be ensured that the materials below and beyond
the line of excavation are not affected. If the base rock is heavily fractured due to
improper sequence or methods of blasting, guniting shall be carried out to repair the
fractured base rock.

1.4.9 In the event that blast-damaged material is present on the cut-slopes and this
material would not withstand the effect of weather after dressing, all such materials shall
be excavated and replaced to a depth and extent approved. The Contractor shall be
required to make good the designed profile with Grade 15concrete or mortared rip-rap to
ensure the long-term stability of cut slope.

1.4.10 Trial Blasting

a. Before commencement of any regular blasting, a series of trial blast tests

shall be carried out by contractor

b. Trial blast test shall be carried out for controlled perimeter blasting technique to
test the drilling accuracy necessary to achieve the required sound uniform
surfaces to the completed excavations and to test the efficiency of the blasting
arrangements. Unsatisfactory trial blast results include an excessive amount of
fragmentation beyond the indicated line sand grade, excessive fly rock, or
violation of other requirements within the specification.

c. The locations for such blasting trials shall be such as to demonstrate of efficiency
of the proposals in respect of the prevailing rock condition,topography, height
between berms and environmental constraints.

d. The resultant trial faces shall be fully exposed, all loose rock scaled and the faces
evaluated by the engineer before controlled parameter blasting of the design slope
commences

1.4.11 The Contractor shall submit the relevant method statements for prior approval and
carry out trial blasting if the contractor intend to use a pre-split blasting technique.

1.4.12 Presplitting

a. Presplitting shall be carried out to minimize the disturbance of rock during

blasting and to minimize the requirement for protection works to the design slope, The
Contractor shall engage a specialist to carrying out all presplitting works. The name of
the specialist company, personnel
involved and their experience, details of jobs successfully completed, etc., shall be
submitted before carrying out such blasting works.

b. The Contractor shall submit a method statement for the approval, which shall
include all relevant information such as:

i. Details of trial blasting and proposed location

ii. The location, spacing, orientation and depth of drill holes,
iii. The proposed equipment for preparation of the platform for drilling
iv. Panel sizes and number of stages of blasting
v. Details of inspection, monitoring and control system during trial blasting
vi. The type of explosives and manufacturer
vii. The proposed time interval between each charging, etc.,
viii. The safety and precautionary measures to safeguard the personnel,equipment and the
rock slope itself

c. Requirements for Presplitting

i. Positioning and drilling of holes is of fundamental importance. As such, all drill
holes shall be positioned and identified on site by proper surveying.
ii. A drill hole orientation device shall be employed to accurately control the orientation
of the presplit holes.
iii. The length of the hole shall be decided based on the platform level and formation
level.
iv. Presplit drill holes shall be formed in presence of a blasting specialist.
v. Charging of bulk blasting holes shall commence after presplit holes are formed.
vi. Following the blast, mucking out and scaling, the specialist shall examine the face
and advice on drilling configuration and charging details of the next panel.

d. If any part of the rock slope is damaged or the design face is disturbed, the
blasting shall be discontinued immediately and proposals for the remedial measures shall
be submitted before proceeding with further blasting works.

1.5 Embankment

To ensure that all soil treatments specified in the Drawings have been satisfactorily
carried out prior to commencing the construction an embankment over soft ground, The
soil over which the fill material is to be placed shall be given the ground improvement
treatment as specified in
drawings.

1.5.1 Material for Embankments and Areas of Fill

Embankments and other areas of fill shall be formed using 'suitable material"
as defined in Clause 1.1.1 of this Specification.
1.5.2 Forming Embankment

a. All fill materials shall be deposited in layers of the specified thickness and
compacted as soon as practicable after placement using construction plant as
permitted in Table 1.5

b. All embankments shall be built up evenly over their full width and an even surface
shall be maintained at all times with a sufficient gradient to enable the drainage of
surface water.

c. During embankment construction, the Contractor shall control and direct

construction traffic uniformly over the full width of the embankment. No cohesive
soil shall be left ungraded to avoid the collection or ponding of surface water.

d. Adequate temporary surface drainage shall be provided such that surfacewater flows
toward the edge of the embankment. All completed slope faces and verges shall be
turfed to prevent soil erosion according to EMP.

e. The compaction of embankments and other areas of fill shall be undertaken to the
requirements of Clause 1.6.

f. if the material deposited as fill subsequently reaches a condition such that it cannot
be compacted to comply with the requirements of this specification, the Contractor
shall either:-

i. Remove and temporarily stockpile the material elsewhere until it reaches a physical
condition suitable for use in the proposed works, or
ii. . Make good the material by mechanical or chemical means; or
iii. Cease work on the material until its physical condition is altered such that it can be
compacted in accordance with the requirements of this specification.

g. Where an embankment is to be constructed on ground with a cross-slope flatter than

1 (v): 10 (h) the ground other than rock, shall be scarified to a depth not less than
100mm, blended with fill material, graded and compacted to the specified density.

h. Where a new embankment is to be constructed against an existing embankment or on

ground that has a cross slope of steeper than 1 (v): 10(h) other than in hard rock,
suitable benching or terraces shall be provided prior to placement of the fill material.
Benching and terraces shall be provided throughout the full width of the
embankment and shall be of a suitable the width to accommodate the construction
equipment.Scarifying of the horizontal and vertical faces of the benches shall be
 carried out. Suitable material excavated in forming benches may be used as fill in the
embankment.

i. For compaction of embankment slope, the Contractor may either extend each
compacted layer beyond the design slope surface by at least 600 mm,then trim back
to the required slope angle, or may employ a tow type roller to compact the sloping
surface.

1.5.3 Inspection of Ground below Proposed Embankment and Other Areas of Fill

a. Before commence embankment construction within areas where ground treatment

has not been recommended, the Contractor shall carry out a series of Mackintosh
Probes/Hand auger holes/plate load tests/In-situ CBR tests/ trial pits or other relevant
tests. The minimum test frequency shall be at 3 test locations for every 100m. The
results of the tests shall be evaluated to ascertain the suitability, consistency or
bearing capacity of the soil and confirm the ground treatment type and parameters
required in the area. The replacement of unsuitable materials below standing water
shall be carried out using granular material complying with Table 1.4.

b. b. In the assessment of the suitability of the ground, particular care and attention
shall be given to the following areas:
1) Soft clays, peat or swamp materials.
) Topsoil containing organic materials, rootlets, decomposed wood etc.
ii) Loose sand within abandoned mining or low-lying areas.

1.5.4 Rockfill Embankments

a. a. Rock fill material used in the formation of embankments shall be of such size that
it can be deposited in horizontal layers not exceeding 500mmloose depth. The rock
fill shall extend over the full width of the embankment, be spread all over and
leveled by a crawler tractor
weighing not less than 20 tonnes and tip acted in accordance with Clause 3.6.5 of this
specification. The material shall be á well-graded rock material and all surface voids shall
be filled with broken fragments before the next layer is placed.

b. b. Rock fill material shall be sound, compact, durable rock and good quality.

c. c. Rock fill material shall be free from seams, fissures, planes of weakness,blasting
cracks, and any other undesirable qualities.

d. d. Rock fill material shall be rough and angular in shape.

e. e. All classes of rocks shall have a minimum specific gravity of 2.6, except quarry
run rock which shall have a minimum specific gravity of 2.4. Point load strength
shall be at least 3MPa

f. Rock to be used for embankment shall have the gradation as indicated in

the drawing

g. Testing of rock shall apply to all selected rock materials for embankment
construction work

h. h. Verification test such as specific gravity test and point load test shall be carried out
at one test for every 500 cubic meter of rock

i. Testing of the rock considered necessary during the progress of the works shall be
made by an approved laboratory.

j. The top surface and side slopes of embankments constructed from Rockfill shall be
blinded with approved fine graded material to seal the surface.There shall be a
transition layer between the rock fill and fine grained material of at least 300 mm
compacted thickness comprising of material as defined in Table 3.4. The thickness of
the fine graded material at the top and side slopes shall be at least 500 mm thick and,
comprise suitable fill material as defined in Clause 1.1.1

k. k. Isolated boulders between 0.015 m3 and 0.085 m3 in size shall not be incorporated
in rock fill embankments unless otherwise approved and provided that the specified
compaction requirements are met. No-isolated boulders exceeding 0.015 m3 size
shall be placed less than 600mm below the formation level of the track, including the
hard shoulders.

l. I. Compaction trials for the construction of rock fill embankments shall be carried
out as per clause 1.6.8 and a report shall be submitted for approval.

1.5.5 Embankment Over/Near Structures

Embankment construction and/or cutting in areas immediately adjacent to structures shall

not commence until the S.E. agrees that construction of such structures is sufficiently
advanced and that there is no risk of interference and/or damage to such structures.

1.5.6 Shallow Filling

In areas of shallow filling, where, after the removal of top soil the excavated level is less
than 300mm from the formation level, no construction plant shall be allowed to traffic
such surface unless the Contractor raises up and maintains a working surface at a level
not less than 300mm above the
formation level.

1.5.7 Construction Traffic

If the surface of the embankment, before trimming to the desired formation level, is to be
used by construction plants, then the embankment shall made to a level of at least 300mm
above the desired formation level. The movement and use of construction plant on
embankments shall not occur after such embankment has been trimmed to formation
level. Any damage to the subgrade shall be made good.

1.5.8 Final Surface Trimming

a. Final finishing of embankment surfaces shall be undertaken in two stages. First the
areas over the proposed track carriage way shall be finished to a level 150 mm above
the formation level whilst the rest of the embankment is finished to the formation
level.

b. b. In the second stage, the excess 150 mm of material above the formation level shall
be trimmed off in a single operation and the material disposed of as appropriate.

1.5.9 Preparation of Subgrade

The preparation of subgrade shall only be carried out after the completion of all specified
subsoil drainage works. It shall generally be carried out immediately before the laying of
the sub-ballast as shown in the drawings. It shall generally comprise the finishing of
formation in accordance with the
designed lines, levels and super-elevations. The subgrade shall be constructed over the
full formation width in one pass.

1.5.10 Embankment Subgrade Material

The top 300mm of the subgrade in embankment areas shall be compacted to

achieve the followings:

a. Dry density not less than 95% of the maximum dry density of the material
determined as per BS 1377: Part 4: 1990 clause 3.5 (4.5 kg rammer method)

b. Soaked CBR of not less than 5% determined as per BS 1377: Part 4: 1990 Clause 7

1.5.11 Subgrade in Cuttings

The surface of the subgrade in cuttings directly below the formation level shall be
scarified, and compacted such that the top 300mm directly below the subgrade satisfies
the compaction criteria specified in clause 1.5.10. If the CBR criterion is not satisfied, the
top 300mm of material shall be removed and replaced by an imported material to achieve
the criteria specified in clause 1.5.10.

1.5.12 Subgrade in Rock Cutting

Rock cutting shall be excavated to the subgrade level as indicated on the drawings and all
loose materials shall be removed. The subgrade shall be such so as to permit the free
drainage of all storm water and ground water in to side ditches. All depressions in the
subgrade surface shall be filled with leanconcrete or sub-ballast material to obtain the
desired cross-falls.
1.5.13 Trimming of Subgrade

A smooth-wheeled roller having a mass per meter width of roller greater than 4 tons shall
carry out final rolling of the subgrade for embankments and cuttings.The vertical
tolerance for the finished formation shall be in accordance with the track requirements as
stipulated in the "Track Works" Specifications.

1.6 Compaction of Embankment For Other Areas of Fill

1.6.1 All materials used in embankment and filling areas shall be compacted as soon as
practicable after deposition. All compaction shall be undertaken in accordance with the
requirements of Clause 1.6.7 The Contractor shall use those items of plant listed in Table
1.5, which are appropriate to the soil and site conditions.

1.6.2 Variations from the methods given in Table 1.5 or the use of plant not included
therein shall be permitted only if demonstration at site by trials indicate that a state of
compaction could be achieved by the alternative method which is equivalent to that
obtained using the approved methods. The procedure to be adopted for these site trials
shall be agreed and approved. Whatever method
is adopted the end result shall comply with that stated in Clause 1.6.10.

1.6.3 Comparative field density tests shall be carried out in accordance with B.S.1377:
Part 9:1990 clause 2.1 to enable to evaluate the degree of compaction achieved. If the test
results, when compared with the results of similar tests made on approved works in
similar materials show that the degree of compaction is inadequate due to failure of the
Contractor to comply with the
requirements of the specification. The Contractor shall carry out rectification works so
that such fill complies with the requirements of the Contract.

1.6.4 The types of compactor, the procedure of compaction and the thickness of the
filling shall be determined by trial carry out on the fill embankment.

1.6.5 Preparation of Final Formation

Preparation of final formation shall be carried out after completion of all subgrade
drainage works, prior to laying of sub-ballast or sub-base is required. The sequence of
operations for shall be as follows:-

a) Formation over Soft Ground

i. Construction of embankment. After the completion of the required soil replacement
or soil treatment, engineered fill shall be placed and compacted in accordance with
clause
1.6.7 and Clause 1.6.10, to a height above the proposed formation level.

ii. The surface of the embankment shall be compacted to a dry density of not less than
95% of the maximum dry density as determined in accordance with BS 1377: Part
4:1990 clause 3.5.

iii. The formation shall then be trimmed to the specified line and levels

b) Rock fill

All rock fill formation shall be regulated and blinded in accordance with the requirements
of this specification and as shown in the Drawings

c) Formation of Rock Cuttings

Surface irregularities under the formation level remaining after-trimming of rock
excavation shall be regulated with lean concrete or sub-base material as described in the
specification or as in the drawings. Small fissures in the rock or areas where compaction
of sub-base is impracticable shall be in-filled only with lean concrete.

1.6.6

Where materials of widely different compaction characteristics are used in embankments

and fill areas they shall be used in separate clearly defined areas in such manner so as to
comply with the requirement of Table 1.5. If-more than one type of material is being used
in such a way that it is not
practicable to define the areas in which different material class occurs, the compaction
plant shall be operated as if only the material which requires the greater compactive effort
is being compacted.

1.6.7 Definitions and Requirements Associated with Table 1.5

a) The depth of compacted suitable fill layer is the height by which the embankment
is raised by each successive compacted layer. Suitable fill shall be laid in layers of
loose thickness not exceeding 400 mm and compacted with suitable compaction
equipment. The thickness of each
compacted layer is to be confirmed on site after conducting a simple trial
subject to the relevant clauses of the specifications.

b) The number of passes is the number of times that each point on the surface of the
layer being compacted has been traversed by the item of compaction plant
c) The compactive effort of each compactor is a function of the mass of the machine
and the compaction plant in Table 1.5 is listed in terms of their masses. The mass
per metre width of roll is the total mass on the roll divided by the total roll width.
Where a smooth-wheeled roller has more than one axle the machine shall be
assessed on the basis of the axle giving the highest value of mass per metre width.

d) A tamping roller, for the purposes specified in this specification, is a machine

with a roll or rolls from which the feet' project out. The projected end area of each
'foot' shall exceed 0.01 m2 and the sum of the areas of the feet shall exceed 15%
of the area of the cylinder swept
by the ends of the feet. The requirements for tamping rollers apply to machines
that have 2 rolls in tandem. If only one tamping roll traverses each point on the
surface of the layer on any one pass of the machine,the minimum number of
passes shall be twice the number given in Table
1.5.

e) For pneumatic-lyre rollers, the mass per wheel is the total mass of the roller
divided by the number of wheels.

i. In assessing the number of passes of a pneumatic-lyre rollers the effective

width shall be the sum of the widths of the Individual wheel tracks
together with the sum of the spacing
between the wheel tracks provided that each spacing does not exceed 230
mm.

ii. Where the spacing exceeds 230 mm the effective width shall be the sum of
the widths of the individual wheel tracks only.

f) Vibrating rollers are self-propelled or towed smooth-wheeled rollers having a

means of applying mechanical vibration to one or more rolls.

i. The requirements for vibrating rollers are based on the use of the lowest gear
on a self- propelled machine with mechanical transmission and a speed of 1.5-
2.5 km/h for a towed machine, or a self-propelled machine with hydro static
transmission. If higher gears or speeds are used an Increased number of passes
shall be provided in proportion to the increase in speed of travel.

ii. Where the mechanical vibration is applied to two rolls in tandem, the
minimum number of passes shall be half the number given in Table 1.5 for the
appropriate mass per metre width of one vibrating roll. If one roll differs in
mass per metre width from the other the number of passes shall be calculated
as for the roll with the smallest value. Alternatively the machine may be
treated as having a single vibrating roll with a mass per metre width equal to
that of the roll with the higher value.
 iii. Vibrating type rollers operating without vibration shall be classified as smooth
wheeled rollers
iv. Vibrating rollers shall be operated with their mechanism operating only at the
frequency of vibration recommended by the manufacturers. All such rollers shall
be equipped or provided with a device automatically indicating the frequency at
which the mechanism is operating.

g) Vibrating-plate compactors are machines having a base plate to which is

attached a source of vibration consisting of 1 or 2 eccentrically weighted shafts.

i. The mass per unit area of base plate of a vibrating-plate compactor is calculated
by dividing the total mass of the machine in its working condition by its area in
contact with compacted soil.

ii. Vibrating-plate compactors shall be operated at the frequency of vibration

recommended by the manufacturers.They shall normally be operated at
travelling speeds of less than I km/h but if higher speeds are necessary the
number of passes shall be increased in proportion to the-increase in speed of
travel.

h) Vibro-tampers are machines in which an engine-driven reciprocating mechanism

acts on a spring system through which oscillations are set up in a base plate.

i) Power rammers are machines, which are actuated by explosions in an internal

combustion cylinder, each explosion being controlled manually by the operator.

j) In the case of power rammers and dropping-weight compactors one pass will be
considered as made when the compacting shoe has made one strike on the area in
question

k) For items marked Table 1.5 "the rollers shall be towed by track-laying tractors. Self-
propelled rollers are unsuitable.
l) Where combinations of different types of categories of plant are used, the
compaction requirements shall be: -

i. The depth of the layer shall be that for the type of plant requiring the least depth
of layer,
 ii. The number of passes shall be that for the type of plant requiring the greatest
number of passes.

However, where the Contractor uses a lighter type of plant to provide some preliminary
compaction only to assist the use of heavier plant,this shall be disregarded in assessing
the above requirements.

1.6.8 Compaction Trials

The Contractor shall submit for the approval the proposals for the compaction of each
type of material to be used in the embankment. Such proposals shall include the types of
construction plant to be used, the number of passes compaction (Trial run of 6, 8 & 10
passes), and the maximum loose depth of each material layer. Compaction trials shall
carried to the satisfy and support trial compaction proposals. These trials shall be
supplemented by all appropriate laboratory test results as required. Approval trial
compaction proposals shall be obtained from engineer before the commencement of
embankment construction.

1.6.9 Degree Of Compaction

Compaction shall be carried out continuously from top layer of subgrade (Sub-Ballast)
throughout the embankment including its slopes, until the state of compaction complies
with the following:-

a) Top-layer of Subgrade bed shall be compacted not less than 95% of the maximum
dry density (MDD) determined from B.S. 1377 Compaction Test (4.5Kg rammer
method) and 4 days soaked California Bearing Ratio (CBR) ≥ 25%

b) The bottom-layer of subgrade bed on the second part as bedding shall be-compacted
not less than 93% of the maximum dry density (MDD) determined from B.S. 1377
Compaction Test (4.5 Kg rammer method) and 4 days soaked California Bearing
Ratio (CBR) ≥ 10.

c) Embankment subgrade material below the subgrade bed shall be compacted to not
less than 90% of the optimum dry density when tested in accordance with BS1377
Part 4 (4.5 kg Rammer). Soaked CBR under 4 days soaked for the material shall not
be less than 5% determined in accordance with BS 1377: Part4:1990 clause 7.

1.6.10 Field Density Test

The Contractor shall carry out field density tests for each layer of compacted fill in
accordance with B.S. 1377: Part 9: 1990. The number of tests for each layer shall be a
minimum of 1 nuns for every 2000m2 area. Each layer of subgrade have different degree
of compaction to be accepted.

1.7 Embankment Over Culverts and Drains

1.7.1 General

Construction of embankments over culvert and pipe drains shall be carried out In a
manner so that the drainage structure is not damaged. The fill on both sides of the culvert
or drain shall be raised up and compacted equally to avoid displacement of the drainage
structure. Where special methods of compaction adjacent to a structure are described in
the contract, filling may proceed over
widths less than the full width of the embankment. Rock fill adjacent to a drainage
structure shall be carefully packed so as to prevent damage to substructure.

1.7.2 Rip Rap

a) Completed earthworks near watercourses such as rivers, streams and permanent

drains shall be immediately protected from erosion. The stones used for this
purpose shall be so arranged such that the largest stone rest at the bottom of the
slope where the current is swiftest. The stones shall be roughly dressed on the bed
and face and shall be roughly squared to the full
depth of the joints.

b) Rip-rap shall be constructed using fresh, inert and naturally occurring stone of the
specified size. Stones of size less than 250 mm in depth shall not be used for this
purpose. The stones shall be laid to the grade and level shown in the Drawings.
Where necessary trenches shall be excavated at the bottom of the slope as
protection works to such depth as is necessary to ensure a safe foundation for the
rip-rap.

1.8 Embankment Over Soft Ground

1.8.1 Foundation Treatment

a) Prior to commencing the construction of an embankment over soft ground, the soil
over which fill materials to be placed shall be given the ground Improvement
treatment as specified in Drawings.

b) If founding materials are soft, loosed and unstable at certain magnitude due to
embankment loading, excavation with full or partially removal can take place as an
option to the ground Improvement. The maximum excavation and replacement shall
not be more than 3.0m depth from existing ground level (EGL).
c) Layers of fill material shall be deposited over the full width of the embankment and
counterweight berms, if required, shall be compacted as per the requirements of the
specification.

d) (d) The deep soil foundation treatment should be adopted with DSM (deep soil
mixing), PVD (Prefabricated Vertical Drain), RCSP (Reinforced Concrete Square
Pile) or PHC (Pre-tensioned Spun Concrete pile) in transition section. The design
requirements should be according to the designers.

1.8.2 Surcharge and Stage Construction

Where indicated in the drawings, embankments shall be built to different heights in

stages with or without surcharge and allowance for consolidation time between fill stages,
and in accordance with the drawings and Specifications.

1.9 Earthworks to be kept Free of Water

1.9.1 Rapid dispersal of water shed on to the earthworks or completed formation

during construction or which enters the earthworks from any source shall be system.

1.9.2 The temporary watercourses, ditches, drains, pumping or other means necessary
for maintaining the earthworks free from water shall be provided.Such provision shall
include carrying out the work of forming the cuttings and embankments in such a manner
that their surfaces have at all times a sufficient minimum cross fall and, where
practicable, a sufficient longitudinal gradient to enable them to shed water and prevent
ponding.

1.10 Soiling Grassing and Turfing

1.10.1 Soiling, Grassing and Turfing shall be carried out as soon as practicable on
slopes and other areas as shown on the Drawings.

1.10.2 Unless where specified otherwise in the Drawings the areas to be grassed shall be
soiled using topsoil not less than 50mm thick. The topsoil shall be spread evenly over the
area to be turfed and lightly compacted. The surface of the slope to be turfed shall be free
from all debris or stones of dimension greater than two-thirds the thickness of the topsoil
layer

1.10.3 Prior to seeding or turfing, approved fertilizers shall be evenly distributed on the
topsoil at a rate not less than 75 g/m2. Details of the type and composition of the
fertilizers shall depend on the type of soil.

1.10.4 Due regards shall be paid to the season and weather conditions before sowing
grass seed and all reasonable measures shall be taken to promote its growth.Immediately
prior to sowing the grass seed the topsoil shall be reduced to a fine tilts. Sowing of grass
seed shall be carried out by an even distribution,using a proper blend of seed. The rate of
application of the seed shall not be
less than 6 g per m2 for verges and central reserves and 9 g per m2 for slopes The seed
shall be covered by lightly raking into the surface of the topsoil.

1.10.5 Where hydraulic mulch seeding is specified it should be carried out in accordance
with Clause 3.10.10

3.10.6 Suitable turf available on the site before stripping shall be used wherever
possible. Turfing shall be undertaken with clean strong turfs that are well bonded and
lightly beaten and which shall be laid diagonally across side slopes.All turf shall be used
within one week of cutting. Turf not used within this period shall be removed from site.

1.10.7 Throughout the Contract and maintenance period regular maintenance,

mowing and cutting when the grass reaches 75-100mm high, shall be carried
out. All cut grass shall be cleared from site.

1.10.8 Close Turfing

a) Close turfing shall be interpreted to mean the close transplanting of approved

grass onto the designated surface in unit cells of minimum size 230 x 230 mm
without gap showing exposed soil. The grass cells shall be laid on a layer of
allowed top soil obtained either from the stockpile
collected at the commencement of the earthworks or from imported material. The
cells shall be firmly bedded into the layer of topsoil by wooden pegs as so as to
withstand any disturbances from erosive forces- such as heavy rain, strong winds,
flowing water, etc.

b) On slopes and other locations where it is difficult to ensure that turf cells are so
bedded they shall be secured in place by driving small wooden stakes that are 20-
25 mm diameter and 200-250 mm long through the cells and topsoil into the
ground material.

c) Where turf cells fail to generate growth, they shall be removed and replaced by
sound material to be approved.

1.10.9 Grid Turfing

Grid turfing if specified shall be carried out exactly as close turfing except that the
230mm x 230mm,turf cells shall be arranged in criss-crossing parallel single cell strips
intersecting each other at 60°/120°.

1.10.10 Hydrophonic Seeding

a) In locations where it is possible to protect the surface by turfing, the Contractor may
use hydrophonic seeding of approved seedlings, which may be undertaken in any
manner of application, which has been commercially demonstrated to be safe and
successful. The details of the proposed work, including his proposed method of
seeding or hydroponicseeding shall be submitted for approval.. The information
submitted shall include but not necessarily be limited to, a full description of surface
preparation, equipment and method of spreading, rate of application,types of grass
and legume, root and growth characteristic, grass function,dense growth of grasses,
type and composition of fertilizer, frequency of watering, fertilizing, type of mulch,
amount of lime and chemical, binding agent and general maintenance plan for at
least 1 year after seeding

b) Only skilled and experienced operators, who are approved, shall undertake seed
casting.

1.10.11 Before the commencement of the earthworks alternative forms of

erosion protection works shall be proposed based on trial turfing or seeding.

1.10.12 On completion of turfing or seeding the turf shall be nursed and

watered until such time as the natural growth cycle has been firmly established.

1.11 Completion of Earthworks

1.11.1 General

To ensure that upon completion of the earthworks the formation surface is at the
required level and that the finished surface of the track formation is in accordance
with the requirements of this specification.

1.11.2 Curves

All widths, profiles, finished levels and super-elevations of cuttings and

embankments shall be as shown on the Drawings. To ensure that the specified
additional widths that are required at certain stretches of the railway alignment
have been achieved as indicated on the Drawings.

1.11.3 Rolling

Final rolling of all cut or fill surfaces after trimming to the finished formation
level shall be completed at a low uniform speed and shall commence from the low
side of the camber towards its top.
1.11.4 Removal of Surplus and Unsuitable Materials

All surplus and unsuitable materials shall be removed from site and disposed of
the site. To ensure that these materials are leveled, compacted and turfed to
the satisfaction of the respective local authorities

1.11.5 Landslips

All landslide, slip and slope failure debris shall be removed from the site
including over break rock extending beyond the lines and slopes or below the
specified levels. All work necessary to keep excavations free from water,including
the provision of temporary watercourses and drains, shall be provided.

1.11.6 Dressing Formation and Sides Slopes in Rock Cuttings

a) Cuttings in rock shall be cut to the finished line and level that is shown on
the Drawings.

b) Surface irregularities that remain in the base of cuts after the completion of rock
excavation shall be back-filled to the specified formation level with grout or
material similar to that specified for the sub-ballast as shown in the drawings.
Such material shall be laid and compacted to a sufficient depth so as to
completely cover the rock face.
1.11.7 Protection and Maintenance of Earthworks

a) All necessary temporary works shall be provided to protect the completed portion
of the works from damage due to any reason. In this connection special attention
should be given to damage caused by flowing or stagnant water.ensure that no
natural drainage line is intercepted by the proposed works In such a manner as to
result in water flows being directed into the properties of adjoining landowners.
Where this is unavoidable the Contractor shall obtain the prior written consent of
the landowners. In any case all precautions shall be taken by the contractor to
ensure that water discharged into adjacent/properties are free of' sand, silt and
other objectionable sediments by the provision of proper, efficient and workable
silt traps or other like devices.

b) Embankment slopes shall be protected from erosion due to rainfall run-offer

other water discharge by the provision of appropriate berm, ditches and similar
facilities as shown in the Drawings. If such facility is deemed insufficient,
additional berms and ditches should be provided.

c) All prepared formation surfaces shall be kept well drained throughout the course
of the work. All trenches opened up for this purpose shall at all times be properly
maintained. Particular care shall always be exercised to
1.12 Watercourses

All works carried out to watercourses shall comply with JPS' requirements or
Specifications.

1.13 Slope Protection Works

1.13.1 General and Scope of Work

The specific protection work to be carried out shall be in accordance with the
requirements of the Slope Protection Specification and as schematically given-in the
Drawings.